HomeMy WebLinkAboutFile Documents.401 Castle Creek Rd.0024.2019 (25).ACBK
ARCHITECT: Chamberlin Architects, P.C.
BY: Jonathan West S:\1740 - Pitkin County Ambulance Facility\6. CONSTRUCTION\PROPOSAL REQUESTS\PR#012.1740.doc
PROPOSAL
REQUEST
FIELD
OWNER
ARCHITECT
CONTRACTOR
PROJECT: Aspen Ambulance District Facility
OWNER: Pitkin County
123 Emma Road, Suite #106
Basalt, CO 81621
TO: FCI Constructors, Inc.
3070 I-70 Business Loop Building A
Grand Junction, CO 81504
PROPOSAL REQUEST NO: Twelve (12)
DATE: September 21, 2018
ARCHITECT'S PROJECT NO: 1740
CONTRACT DATED: May 9, 2018
Please submit an itemized quotation for changes in the Contract Sum and/or Time incident to proposed modifications
to the Contract Documents described herein.
THIS IS NOT A CHANGE ORDER NOR A DIRECTION TO PROCEED WITH THE WORK DESCRIBED
HEREIN.
Drawings (Structural Set dated 07/16/18, attached. SSK-1 thru SSK-13 are documented in this Set):
1. Drawing S100, Entry Canopy Framing Plan:
Change dimension at Grid I.9 to east edge of canopy from 2’-2” to 2’-7” (issued as part of Addendum #2,
SSK-1).
Add call out for HSS5x5x3/8 between beams on Grid 0 (SSK-10).
2. Drawing S101: No changes.
3. Drawing S102:
Add section cut tag 1/S201 at Grid G between Grids C & D.
Add section cut tag 2/S201 at Grid 4 between Grids 2.1 & 3.
4. Drawing S103:
Add W12x19 beam at Grid I, between Grids 2.1 & 3 (SSK-6).
Add HSS 5x5x5/16 column to roof at Grid B.1 & 6.
Modify southeast corner as illustrated in the attached Sketch SSK-14.
5. Drawing S104: No changes.
6. Drawing S105: No changes.
7. Drawing S106:
Modify Utility Enclosure Foundation Plan (issued as part of Proposal Request #002, SSK-4).
Modify Utility Enclosure Roof Framing Plan (issued as part of Proposal Request #002, SSK-5).
8. Drawing S200: No changes.
9. Drawing S201: No changes.
10. Drawing S202: No changes.
11. Drawing S203: No changes.
ARCHITECT: Chamberlin Architects, P.C.
BY: Jonathan West S:\1740 - Pitkin County Ambulance Facility\6. CONSTRUCTION\PROPOSAL REQUESTS\PR#012.1740.doc
12. Drawing S204:
Steel Deck Schedule: Modify FD1 (issued as part of Addendum #2; SSK-2 & SSK-3).
Change Exterior Column Anchor Bolt detail to Braced Frame Column Anchor Bolts (SSK-8).
Modify Type D base plate detail (SSK-7).
Modify Type E base plate detail (SSK-7).
Add Type G & H base plate details as illustrated in the attached Sketch SSK-15.
13. Drawing S205: No changes
14. Drawing S300:
Section 6: Add horizontal & vertical reinforcing notes.
Section 9: Add horizontal & vertical reinforcing notes.
Add Section 12 as illustrated in the attached Sketch SSK-16.
15. Drawing S301: No changes.
16. Drawing S302, Section 8:
Change column connection to steel beam at Grid 0 from bolted to welded (SSK-9).
Change HSS Brace to HSS5x5x3/8 Brace (SSK-11).
Change HSS Column to HSS5x5x3/8 Column (SSK-11).
17. Drawing S303:
Add Section 4 (SSK-12).
Add Section 5 (SSK-13).
Attachments: Structural Set dated 07/16/18; SSK-1 thru SSK-16
A.B.-ANCHOR BOLTADD'L-ADDITIONALADJ.-ADJACENTA.I.S.C.-AMERICAN INSTITUTE OF STEEL CONSTRUCTIONALT.-ALTERNATEARCH.-ARCHITECTURALA.S.T.M.-AMERICAN SOCIETY FOR TESTING & MATERIALSBLDG. -BUILDINGBM. -BEAMB.O. -BOTTOM OFBOT. -BOTTOMBSMT. -BASEMENTBTWN. -BETWEENCANT. -CANTILEVERCB. -CARDBOARDCH. -CHAMFERC.J. -CONTROL/CONSTRUCTION JOINTCJP -COMPLETE JOINT PENETRATIONCLR. -CLEAR, CLEARANCEC.M.U. -CONCRETE MASONRY UNITCOL. -COLUMNCONC. -CONCRETECONN. -CONNECTIONCONST. -CONSTRUCTIONCONT. -CONTINUOUSCONTR. -CONTRACTORCTRD. -CENTEREDC.W. -CURTAIN WALLDET. -DETAILDIAG. -DIAGONALDIAM. -DIAMETERDIM. -DIMENSIONDISCONT. -DISCONTINUOUSd.l. -DEAD LOADDWG. -DRAWINGEA. -EACHE.F. -EACH FACEEL. -ELEVATIONELECT. -ELECTRICALELEV. -ELEVATOREQ. -EQUALE.W.B. -END WALL BARSE.W. -EACH WAYEXIST. -EXISTINGEXP. JNT. -EXPANSION JOINTEXT. -EXTERIORFDN. -FOUNDATIONFIN. -FINISHFLR. -FLOORF.O.B. -FACE OF BRICKF.O. CONC. -FACE OF CONCRETEF.O.W. -FACE OF WALLFS. -FLAT SLABFT. -FOOTFTG. -FOOTINGF.W. -FILLET WELDGA. -GAUGEGAL. -GALVANIZEDG.L. -BLU-LAM BEAMGR. -GRADEGR. BM. -GRADE BEAMH.A.S. -HEADED ANCHOR STUDH.D.G. -HOT DIPPED GALVANIZEDHORIZ. -HORIZONTALH.S.B. -HIGH STRENGTH BOLTHSS -HOLLOW STRUCTURAL SECTIONI.D. -INSIDE DIAMETERI.F. -INSIDE FACEIN. -INCHINT. -INTERIORJNT. -JOINTK-KIP (1,000 lbs.)K.C.I. -KIP PER CUBIC INCHLB. -POUNDLIN. FT. -LINEAL FEETl.l. -LIVE LOADL.L.V. -LONG LEG VERTICALL.S.L. -LAMINATED STRAND LUMBERL.V.L. -LAMINATED VENEER LUMBERMAT'L. -MATERIALMAX. -MAXIMUMMECH. -MECHANICALMID. -MIDDLEMIN. -MINIMUMMISC. -MISCELLANEOUSMTL. -METALN.I.C. -NOT IN CONTRACTNO. -NUMBERNOM. -NOMINALN.T.S. -NOT TO SCALEO.C. -ON CENTERO.F. -OUTSIDE FACEO.D. -OUTSIDE DIAMETERO.H. -OPPOSITE HANDOPNG. -OPENINGP.A.F. -POWDER ACTUATED FASTENERSPL -PLATEP.S.F. -POUND PER SQUARE FOOTP.S.I. -POUND PER SQUARE INCHP.S.L. -PARALLEL STRAND LUMBERP.T. -PRESSURE TREATEDR. -RADIUSREINF. -REINFORCEMENTREQ'D -REQUIREDRM. -ROOMSCHED. -SCHEDULESECT. -SECTIONSHT. -SHEETs.d.l. -SUPERIMPOSED DEAD LOADSIM. -SIMILARs.l. -SNOW LOADS.L.V. -SHORT LEG VERTICALSPC. -SPACESPEC. -SPECIFICATIONSQ. -SQUARESTD. -STANDARDSTIFF. -STIFFENERSTL. -STEELSTOR. -STORAGESYM. -SYMMETRICALT.&B. -TOP & BOTTOMTHK. -THICKNESST.O. -TOP OFTYP. -TYPICALU.N.O. -UNLESS NOTED OTHERWISEVAR.-VARIESVERT.-VERTICALV.I.F.-VERIFY IN FIELDWT. -WEIGHTABBREVIATIONSSYMBOLSCCENTER LINEøDIAMETERELEVATION&ANDW/ WITHPPLATEXBY#NUMBER@ATSQUAREL ANGLELP-XPILASTERTYPEXFOOTINGTYPE GENERAL NOTES1. GOVERNING CODE USED FOR DESIGN:2015 INTERNATIONAL BUILDING CODE2. LIVE LOADS USED IN DESIGN: A. ROOF: FLAT ROOF SNOW LOAD Pf----------------------------------------------------------------------84 PSF GROUND SNOW LOAD Pg-----------------------------------------------------------------------100 PSF SNOW EXPOSURE FACTOR Ce-------------------------------------------------------------------1.0 SNOW LOAD IMPORTANCE FACTOR Is---------------------------------------------------------1.2 THERMAL FACTOR Ct-----------------------------------------------------------------------------1.0 B. FLOORS:DINING ROOM, DAY ROOM, AND KITCHEN -------------------------------------------------100 PSFOFFICES, BATHROOMS, AND BUNK ROOMS -------------------------50 PSF + 20 PSF PARTITIONSECOND FLOOR CORRIDORS -------------------------------------------------------------------80 PSFSTAIRS --------------------------------------------------------------------------------------------100 PSFSECOND FLOOR TERRACE ---------------------------------------------------------------------100 PSF C. STORAGE ROOMS -------------------------------------------------------------------------------125 PSF D. STAIRS---------------------------------------------------------------------------------------------100 PSF E. WIND:EXPOSURE ------------------------------------------------------------------------------------------BRISK CATEGORY -----------------------------------------------------------------------------------IV VULT-------------------------------------------------------------------------------------------120 MPH VASD------------------------------------------------------------------------------------------- 93 MPHCOMPONENTS AND CLADDING (BASED ON EFFECTIVE AREA = 18 SQ. FT.) TYPICAL WALL AREA (INWARD PRESSURE) ---------------------------------------------16 PSF TYPICAL WALL AREA (OUTWARD PRESSURE) ------------------------------------------16 PSF WALL CORNERS (OUTWARD PRESSURE) -------------------------------------------------20 PSF TYPICAL ROOF AREA (OUTWARD PRESSURE) ------------------------------------------22 PSF ROOF EAVES, RAKES, RIDGES & CORNERS (OUTWARD PRESSURE) --------------31 PSF PARAPETS (INWARD OR OUTWARD PRESSURE) ---------------------------------------29 PSF F. SEISMIC: RISK CATEGORY ------------------------------------------------------------------------------------IV IMPORTANCE FACTOR (le) ---------------------------------------------------------------------1.50 R COEFFICIENT:APPARATUS BAY--------------------------------------------------------------------------2.00LIVING QUARTERS AND OFFICES-------------------------------------------------------6.50 SPECTRAL RESPONSE COEFFICIENTS: SS---------------------------------------------------------------------------------------------------0.237 S1---------------------------------------------------------------------------------------------------0.070 SDS-------------------------------------------------------------------------------------------------0.253 SD1-------------------------------------------------------------------------------------------------0.112 SEISMIC RESPONSE COEFFICIENTS: Cs ------------------------------------------------------------------------------------------------------0.19 SITE CLASS -----------------------------------------------------------------------------------------------D SEISMIC DESIGN CATEGORY --------------------------------------------------------------------------C BASIC SEISMIC: FORCE RESISTING SYSTEM---------------------ORDINARY CONCENTRICALLY BRACED FRAMES DESIGN BASE SHEAR-----------------------------------------------------------------------------140K ANALYSIS PROCEDURE ------------------------EQUIVALENT LATERAL FORCE PROCEDURE3. CONCRETE: A. CONCRETE MIX TABLE (NORMAL WEIGHT CONCRETE): NOTES:(1) FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/4" - #67 AGGREGATE 1" - #57 AGGREGATE (2) TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. 'N' IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED. (3) ABBREVIATIONS FOR REQUIRED ADMIXTURES AS FOLLOWS: AE = AIR-ENTRAINING ADMIXTURE. DO NOT USE ENTRAINED AIR FOR STEEL TROWELED FINISHED FLOORS. WRA = WATER REDUCING ADMIXTURE. (4) ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: FAR = 20% CLASS F FLY ASH REQUIRED. SOG = CONTRACTOR TO VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. AMOUNT OF CEMENTITIOUS MATERIALS LISTED SHALL BE PROVIDED, DO NOT USE LESS AND DO NOT SUPPLY OVER 5% MORE. (5) FOR CONCRETE PLACED BY PUMPING, PROVIDE CONCRETE MIX FLOWABILITY TO FACILITY PUMPING. B. ALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT COLUMN TIES, BEAM STIRRUPS, AND DOWELS TO SLAB ON GRADE WHICH MAY BE GRADE 40. C. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAIL OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 40 BAR DIAMETERS UNLESS OTHERWISE SHOWN OR NOTED. MAKE ALL BARS CONTINUOUS AROUND CORNERS. D. STAGGER SPLICES A MINIMUM OF 4'-0" FOR TOP AND BOTTOM CONTINUOUS BARS IN FOUNDATIONS, UNLESS OTHERWISE SHOWN OR NOTED. E. DETAIL BARS IN ACCORDANCE WITH A.C.I. DETAILING MANUAL AND A.C.I. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, LATEST EDITIONS. F. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING (INCLUDING W.W.F.) AT POSITIONS SHOWN ON THE DRAWINGS. DO NOT ATTEMPT TO POSITION ANY REINFORCEMENT BY LIFTING DURING CONCRETE PLACEMENT. G. REINFORCEMENT PROTECTION SHALL BE AS FOLLOWS: (1) CONCRETE POURED AGAINST EARTH-----------------------------------------------------3" (2) FORMED CONCRETE EXPOSED TO EARTH OR WEATHER-------------------------------2" (3) FORMED STAIRS OR WALLS NOT EXPOSED TO WEATHER----------------------------3/4" H. PLACE 2-#5 (ONE EACH FACE) WITH 2'-0 PROJECTION AROUND ALL OPENINGS IN CONCRETE UNLESS OTHERWISE SHOWN OR NOTED. I. SLABS, BEAMS, AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT MIDDLE OF SPAN WITH VERTICAL BULKHEADS AND KEYS AS SHOWN PER THE TYPICAL CONCRETE WALL CONSTRUCTION JOINT DETAIL. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. J. WIRE FABRIC REINFORCEMENT MUST LAP ONE FULL MESH +2" AT SIDE AND END LAPS, AND SHALL BE TIED TOGETHER. GENERAL NOTES CONT.4. STEEL: A. ALL STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992 (Fy = 50 ksi). B. ALL STRUCTURAL STEEL ANGLES, CHANNELS, S SHAPES, AND PLATES SHALL CONFORM TO ASTM 36 (FY = 36 ksi) C. ALL RECTANGULAR OR SQUARE HSS (HOLLOW STRUCTURAL SECTIONS) MEMBERS SHALL CONFORM TO ASTM A500 (GRADE B). ALL ROUND HSS MEMBERS SHALL CONFORM TO ASTM A53 (GRADE B) OR A500 (GRADE B), LATEST EDITIONS. D. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH LATEST PROVISION OF THE A.I.S.C. STEEL CONSTRUCTION MANUAL. E. USE FRAMED BEAM CONNECTIONS WITH 3/4"Ø ASTM A325 BOLTS, OR WELDED EQUIVALENT, UNLESS OTHERWISE SHOWN OR NOTED, (2) BOLT MIN. STEEL FABRICATOR SHALL PROVIDE SHOP DRAWINGS WITH DETAILED CONNECTIONS THAT HAVE BEEN DESIGNED IN ACCORDANCE WITH CHAPTER 10 OF THE AISC MANUAL OF STEEL CONSTRUCTION, LATEST EDITION. FOR BEAMS WITHOUT DESIGNATED LOADS ON DRAWINGS, USE 8k MINIMUM EACH END. IF TWO SYMBOLS ARE SHOWN, THEY DENOTE CONNECTION REQUIRED AT CORRESPONDING END. IF ONLY ONE SYMBOL IS SHOWN, IT DENOTES CONNECTION REQUIRED AT EACH END OF BEAM. F. STEEL ROOF DECK: (1) STEEL DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER’S SUGGESTED SPECIFICATIONS. (2) STEEL ROOF DECK SHALL CONFORM TO ASTM A1008 AND SHALL HAVE A MINIMUM YIELD STRENGTH Fy = 33 KSI. SEE THE DECK SCHEDULE ON SHEET S204. (3) DECK TO BE CONTINUOUS OVER A MINIMUM OF 3 SUPPORTS. UNLESS OTHERWISE SHOWN. (4) WELD DECK TO ALL SUPPORTS WITH PUDDLE WELDS. DECK MUST BE CAPABLE OF WITHSTANDING A DIAPHRAGM SHEAR NOTED IN THE DECK SCHEDULE. CONNECT PANEL SEAMS WITH SELF-TAPPING SCREWS, PUDDLE WELDS, OR BUTTON PUNCHES AS INDICATED IN THE DECK SCHEDULE. SUBMIT TEST DATA FROM DECK MANUFACTURER FOR DECK SELECTED TO SUBSTANTIATE THAT DECK WILL MEET OR EXCEED REQUIRED DIAPHRAGM SHEAR. (5) PROVIDE L3 x 3 x 1/4 FRAMING AROUND ALL OPENINGS LARGER THAN 6”. G. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE A.W.S. STANDARD QUALIFICATION TESTS. H. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES OR OTHER HOLES REQUIRED IN STEEL MEMBERS.5. FOUNDATIONS: FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS BY CTL THOMPSON, INC., JOB #GSØ6199.000-125. RECOMMENDATIONS IN THIS REPORT SHOULD BE FOLLOWED. A. ALLOWABLE SOIL BEARING PRESSURE---------------------------------------------------------4,000 PSF SOILS ENGINEER OF RECORD SHALL EXAMINE THE EXCAVATION TO VERIFY SOIL CONDITIONS AND BEARING CAPCITIES PRIOR TO CONSTRUCTION.6. SPECIAL INSPECTIONS: A. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE SCHEDULE ON SHEET S101.7. ALL DIMENSIONS ON STRUCTURAL DRAWINGS TO BE CHECKED AGAINST ARCHITECTURAL. NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH CONSTRUCTION.8. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF, AND WALLS WITH MECHANICAL AND ELECTRICAL REQUIREMENTS.28 DAY STRENGTHF'C (KSI)STEMWALLS, PILASTERS & FOOTINGS4INTENDED USEMAX W.C.(INCLUDING FLYASH)0.45MAX AGGR. (IN)(1)3/4SLUMP LIMITS (IN)(+/-1")4TOTAL AIR LIMITS(%) (2)6CEMENT TYPEIIREQ'D ADMIXTURES(3)AEOTHERREQUIREMENTS (4)FARINTERIOR SLABS ON GRADE3.5 0.451 1/2 4NII --SOGCONCRETE TYPENORMAL WEIGHT-NWLIGHT WEIGHT-LWNWNW1/2" NON-TRACKING ASPHALTIMPREGNATED FIBER BOARD.SEE PLAN FORBASE PLATE TYPE.HSS COLUMNRE: PLAN1' - 8"1' - 8"1/2" - 1"±(8) #3x5'-0" LONG(TYP.)2" CLR.1I.9I.9G.9G.92.12.1W10X30 CONT.( 112'-10 1/2" )W10X30( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X12( 112'-10 1/2" )W10X12( 112'-10 1/2" )W10X12( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X30( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X12 CONT.( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X26( 112'-10 1/2" )W10X26( 112'-10 1/2" )8' - 8 7/8" 8' - 9 1/8"4' - 6"11 1/8"3' - 4"16' - 3 1/4" 2' - 7"4' - 1 7/8" 4' - 0" 4' - 0" 4' - 1 3/8"HSS6X6X1/2TO ROOF1' - 2 3/4"9"FOR CLARITY)0" (OFFSETBEAM BRACEHSS5x5x3/8RD18S302HHJJ0224S303HSS5x5x3/8 CONT.(119'-2 1/2")FOR CLARITY)0" (OFFSETHSS5x5x3/8BETWEEN BEAMS(4-THUS:)5S303DRAWN BY:CHECKED BY:SHEET NO:PROJECT NO:DATE:CHAMBERLIN ARCHITECTS437 Main St.Grand Junction, Colorado 81501T 970.242.6804725 Saint Joseph St., Suite B1Rapid City, South Dakota 57701T 605.355.6804www.chamberlinarchitects.comE N H A N C I N G E V E R Y D A Y L I V I N G T H R O U G H D E S I G NC 2016 CHAMBERLIN ARCHITECTS802 Rood AvenueGrand Junction, CO 81501PHONE: 970-241-0900FAX: 970-243-2430www.lindauerdunn.comC:\Users\JeffGrna\Documents\17.085-PCAF-S17_JeffGrna.rvt8/22/2018 9:01:49 AMS10007/16/1817.085CASTLE CREEK ROADASPEN, COLORADOGENERAL NOTESPROJECT STATUS: 100% CDJDGFNRASPEN AMBULANCEDISTRICT FACILITYDETAIL 3/4" = 1'-0"S100A 1/4" = 1'-0"S100ENTRY CANOPY FRAMING PLAN1NO: ISSUED FOR: DATE:1 Add #02 05/18/185 Aspen Review 07/16/18
8) STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEELa) MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:1) IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS--XAPPLICABLE ASTM MATERIAL SPEC.2) MANUFACTURER'S CERTIFIED TEST REPORTS-- X --b) INSPECTION OF WELDING:1) COLD-FORMED STEEL DECK:-- X AWS D1.3a) FLOOR AND ROOF DECK WELDS2) REINFORCING STEELa) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706-- XAWS D1.4ACI 318: SECTION 3.5.2b) SHEAR REINFORCEMENT X --AWS D1.4ACI 318: SECTION 3.5.2c) OTHER REINFORCING STEEL-- XAWS D1.4ACI 318: SECTION 3.5.29) SPECIAL INSPECTIONS FOR SEISMIC RESISTANCEa) STRUCTURAL STEEL- INSPECTION OF STRUCTURAL STEEL ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM-- XAISC 341b) TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE- TEST STRUCTURAL STEEL ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM IN ACCORDANCE WITH AISC QUALITY ASSURANCE REQUIREMENTS-- XAISC 341-VERIFY STEEL REINFORCEMENT USED IN CONCRETE ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM BY CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCEMENT-- XACI 318,SECTION 21.1.5.2- FOR WELDED REINFORCING STEEL OTHER THAN ASTM A706 IN CONCRETE ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM, PERFORM CHEMICAL TESTS TO VERIFY WELDABILITY-- XACI 318,SECTION 3.5.2c) INSPECTION AND SEISMIC CERTIFICATION OF NON-STRUCTURAL COMPONENTS1) INSPECT INSTALLATION AND ANCHORAGE OF MECHANICAL AND ELECTRICAL COMPONENTS REQUIRING ANCHORAGE AGAINST SEISMIC FORCES-- XIBC SECTION 1705.11.6,ASCE 7, SECTION 13.62) CERTIFY BY TESTING OR EXPERIENCE DATA THAT MECHANICAL AND ELECTRICAL EQUIPMENT WILL REMAIN OPERABLE FOLLOWING THE DESIGN SEISMIC GROUND MOTION-- XIBC SECTION 1705.11.4,IBC SECTION 1705.12.3a) FOR SYSTEMS REQUIRING SEISMIC CERTIFICATION, VERIFY THAT LABELS, ANCHORAGE, OR MOUNTING CONFORM TO THE CERTIFICATE OF COMPLIANCE-- XIBC SECTION 1705.12.3,ASCE 7, SECTION 13.23) INSPECT FABRICATION AND INSTALLATION OF ISOLATOR UNITS AND ENERGY DISSIPATION DEVICES IN SEISMIC ISOLATION SYSTEMS-- XIBC SECTION 1705.11.84) TEST SEISMIC ISOLATION SYSTEMS-- XASCE 7, SECTION 17.8FREQUENCY(DURING TASK LISTED)VERIFICATION OFINSPECTION TASKCONTINUOUS PERIODICAPPLICABLECODE & SECTIONFOR INSPECTIONCRITERIA1) SOILSa) VERIFY SOILS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.SPECIAL INSPECTIONS:A. SPECIAL INSPECTIONS SHALL COMPLY WITH CHAPTER 17 OF THE 2015 I.B.C.B. STATEMENT OF REQUIRED SPECIAL INSPECTIONS:SYSTEM OFCOMPONENT-- X --c) PERFORM CLASSIFICATION & TESTING OF CONTROLLED FILL MATERIALS-- X --d) VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT & COMPLETION OF CONTROLLED FILLX-- --e) OBSERVE SUBGRADE FOR PROPER PREPARATION BEFORE PLACEMENT OF CONTROLLED FILL--X--2) CONCRETE a) INSPECT REINFORCING STEEL -- XACI 318: 3.5, 7.1-7.7b) VERIFY USE OF REQUIRED DESIGN MIX-- XACI 318: CH. 4, 5.2-5.4IBC 1904.2c) INSPECT REINFORCING STEEL WELDING-- XAWS D1.4ACI 318: 3.5.2d) FABRICATE TEST SPECIMENS FROM FRESH CONCRETE FOR STRENGTH TESTS, SLUMP & AIR CONTENT TESTS AND TO DETERMINE CONCRETE TEMPERATUREX--ASTM C172ASTM C31ACI 318: 5.6, 5.8e) INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUESX--ACI 318: 5.9, 5.10f) INSPECT FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE & TECHNIQUES-- XACI 318: 5.11-5.13g) INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF CONCRETE MEMBERS BEING FORMED-- XACI 318: 6.1.15) MASONRYa) VERIFY f'm OF CONCRETE MASONRY UNITS PRIOR TO CONSTRUCTION.- PROPORTIONS OF SITE – PREPARED MORTAR-- XACI 530: Art 1.4B-CONSTRUCTION OF MORTAR JOINTS-- XACI 530: Art 3.3B- LOCATION OF REINFORCEMENT CONNECTORS & ANCHORAGES-- XACI 530: Art 3.4,3.6Ac) THE INSPECTION PROGRAM SHALL VERIFY:-SIZE & LOCATION OF STRUCTURAL ELEMENTS-- XACI 530: Art 3.36- TYPE, SIZE & LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS-- XACI 530: SECTION 1.22(e), 7.1.4, 3.1.6- SPECIFIED SIZE, GRADE, AND TYPE OF REINFORCEMENT-- XACI 530: SECTION 1.13, Art 2.4, 3.4- WELDING OF REINFORCING BARSX--ACI 530: SECTION 2.1.10.7.2, 3.3.34(B)- PROTECTION OF MASONRY DURING COLD WEATHER (TEMP. BELOW 40*F) OR HOT WEATHER (TEMP ABOVE 90*F)-- XIBC 2104.3, 2104.4ACI 530 Art 1.8C, 1.8Dd) PRIOR TO GROUTING, VERIFY THE FOLLOWING TO ENSURE COMPLIANCE:- GROUT SPACE IS CLEAR -- XACI 530: Art 3.2D- PLACEMENT OF REINFORCEMENT, CONNECTORS & ANCHORAGES-- XACI 530: SECTION 1.13, Art 3.4- PROPORTIONS OF SITE PREPARED GROUT-- XACI 530: Art 2.6B-CONSTRUCTION OF MORTAR JOINTS-- XACI 530: Art 3.3Be) VERIFY GROUT PLACEMENT TO ENSURE COMPLIANCE WITH CODE & CONSTRUCTION DOCUMENT PROVISIONSX--ACI 530: Art 3.5f) OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS AND/OR PRISMSX--IBC 2105.2.2, 2105.3ACI 530: Art 1.4g) VERIFY COMPLIANCE WITH INSPECTION PROVISIONS OF THE CONSTRUCTION DOCUMENTS AND COMPLIANCE WITH THE APPROVED SUBMITTALS-- XACI 530: Art 1.53) WOODa) INSPECT FABRICATED WOOD STRUCTURAL MEMBERS ASSEMBLED AT FABRICATOR'S SHOP OR PLANT.-- X --b) VERIFY MATERIAL SPECIES AND GRADES OF DIMENSIONAL LUMBER AND PLYWOOD OR O.S.B.--X--4) LATERAL BRACING SYSTEMc) VERIFY BOTTOM CHORD AND OTHER BRACING OF STRUCTURAL MEMBERS.--X--d) INSPECT FOR PROPER FASTENING OF WOOD COMPONENTS.--XIBC TABLE2304.9.1a) PERIODICALLY INSPECT NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS WITHIN WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, AND HOLDOWNS.-- X --7) COLD-FORMEDSTEEL FRAMINGa) MATERIAL CERTIFICATION OF COLD FORMED STEEL:- IDENTIFICATION MARKINGS TO CONFORM TO ASTM SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS-- A.1.S.I NAS-01- MANUFACTURER's CERTIFICATE OF COMPLIANCE REQUIRED-- --b) VERIFY SIZES AND SPACING OF MEMBERS FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS-- X --c) VERIFY WELDS AND CONNECTORS FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS-- X --d) VERIFY POWDER DRIVEN FASTENER SPACING, SIZES AND INSTALLATION FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS-- X --6) STEELa) MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS & WASHERS- IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS-- XAPPLICABLE ASTM MATERIAL SPEC.AISC 360, SECTION A3.3- MANUFACTURER's CERTIFICATE OF COMPLIANCE REQUIRED-- X --b) INSPECTION OF HIGH-STRENGTH BOLTING OF BEARING TYPE CONNECTIONS-- XAISC 360, SECTION M2.5IBC SECTION 1704.3.3c) MATERIAL VERIFICATION OF STRUCTURAL STEEL:- IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS--ASTM A6 OR A568IBC SECTION 1708.4- MANUFACTURER'S CERTIFIED MILL TEST REPORTS--ASTM A6 OR A568IBC SECTION 1708.4d) MATERIAL VERIFICATION OF WELD FILLER MATERIALS: - IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS--AISC 360, SECTION A3.5- MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED-- --e) INSPECTION OF WELDING1) COMPLETE & PARTIAL PENETRATION GROOVE WELDSX--AWS D1.1AISC 360 N5.4-N5.52) MULTI-PASS FILLET WELDS X--3) SINGLE PASS FILLET WELDS > 5/16” X--4) SINGLE PASS FILLET WELDS < 5/16” -- X5) FLOOR & ROOF DECK WELDS -- AWS D1.3Xf) STUD SHEAR CONNECTOR SIZES, SPACING, MATERIALS & QUANTITYX--AISC 360, SECTION N6g) WELDING OF STUD SHEAR CONNECTORS-- XAWS D1.1h) INSPECT STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS--AISC 360 N5.7Xh) INSPECT ANCHORS CAST INTO CONCRETE.-- XACI 318: 8.1.3, 21.2.8IBC 1908.5, 1909.1i) INSPECT ANCHORS POST-INSTALLED INTO HARDENED CONCRETE MEMBERS.-- XACI 318: 3.8.6, 8.1.3, 21.2.8IBC 1909.1XXXXXX-- X --b) VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH & HAVE REACHED PROPER MATERIALAWS D1.1AISC 360 N5.4-N5.5AWS D1.1AISC 360 N5.4-N5.5AWS D1.1AISC 360 N5.4-N5.5b) AS MASONRY CONSTRUCTION BEGINS VERIFY THE FOLLOWING TO ENSURE COMPLIANCE:-- XACI 530: Art 2.6ADRAWN BY:CHECKED BY:SHEET NO:PROJECT NO:DATE:CHAMBERLIN ARCHITECTS437 Main St.Grand Junction, Colorado 81501T 970.242.6804725 Saint Joseph St., Suite B1Rapid City, South Dakota 57701T 605.355.6804www.chamberlinarchitects.comE N H A N C I N G E V E R Y D A Y L I V I N G T H R O U G H D E S I G NC 2016 CHAMBERLIN ARCHITECTS802 Rood AvenueGrand Junction, CO 81501PHONE: 970-241-0900FAX: 970-243-2430www.lindauerdunn.comC:\Users\JeffGrna\Documents\17.085-PCAF-S17_JeffGrna.rvt8/22/2018 9:01:54 AMS10107/16/1817.085CASTLE CREEK ROADASPEN, COLORADOSCHEDULE OF SPECIALINSPECTIONSPROJECT STATUS: 100% CDJDGFNRASPEN AMBULANCEDISTRICT FACILITYNO: ISSUED FOR: DATE:
11I.9I.9IIG.9G.9GGFFEEDDCCBA.1A.12.13445.95.9127' - 6"18' - 3 3/8" 18' - 0" 18' - 0" 18' - 0" 14' - 0" 14' - 0" 11' - 2 3/8" 6' - 1 5/8" 9' - 10 5/8"60' - 5 5/8"10' - 9 1/4"37' - 9"1' - 0"8 3/8"59' - 9 1/4"10' - 3"6' - 6"4' - 3 1/4"4' - 9 7/8"7' - 0 1/4"22' - 4 7/8"3' - 6"1' - 0"8 3/8"128' - 10"15' - 9" 5' - 0 3/8" 15' - 6" 18' - 0" 18' - 0" 14' - 0" 14' - 0" 11' - 2 3/8" 6' - 1 5/8" 9' - 10 5/8" 1' - 1"2' - 3 3/8" 14' - 0" 2' - 0" 2' - 0" 14' - 0" 2' - 0" 2' - 0" 14' - 0"2' - 0" 2' - 0" 14' - 0" 2' - 0" 2' - 0" 10' - 0" 2' - 0" 2' - 0" 12' - 0"10"1' - 1"1' - 0"SLOPESLOPESLOPESLOPEAPPARATUS BAY6" CONCRETE SLABON GRADE5S300TYP.T.O. SLAB @ DRAINEL. 99'-10 1/4"SLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPESLOPE(TYP.)6' - 8 7/8"(TYP.)6 1/4"(TYP.)6' - 8 7/8"2' - 0" 10' - 0" 4' - 0" 10' - 0"2' - 0"4' - 8 7/8"6 1/4"4' - 8 7/8"4' - 8 7/8"6 1/4"4' - 8 7/8"(TYP.)6' - 8 7/8"(TYP.)2' - 9 7/8"(TYP.)3' - 9 1/8"(TYP.)6' - 8 7/8"(TYP.)4' - 8 7/8"(TYP.)2' - 9 7/8"(TYP.)4' - 8 7/8"(TYP.)3' - 6"4" CONCRETE SLABON GRADE3S3001S3002S3003S3004' - 10 3/4"7S3003.5G.8G.8B.1A.9CCBBBAABCC4S300TYP.HSS5X5X1/4(B)HSS6X6X1/4(B)HSS6X6X1/4(C)TOPSTEPT.O. WALLEL. 100'-0"T.O. WALLEL. 100'-2"6"8"1' - 0"TOPSTEP1' - 10 3/8" 1' - 4 3/8"BOTTOMSTEPT.O. WALLEL. 115'-3 1/2"T.O. FOOTINGEL. 99'-2"2' - 2"TOPSTEPT.O. WALLEL. 115'-6"1' - 0"8"6"TOPSTEPHSS6X6X3/8(C)HSS6X6X1/2(C)CTOPSTEPT.O. WALLEL. 109'-8"T.O. WALLEL. 115'-8 1/2"(TYP. U.N.O.)2' - 4"T.O. FOOTINGEL. 99'-2"1' - 6 3/8"14' - 0" 4' - 0" 14' - 0" 4' - 0" 14' - 0" 4' - 0" 14' - 0"2' - 0"DHSS6X6X3/8(D)HSS6X6X1/2(C)HSS6X6X1/2(C)TOPSTEPT.O. RETAINING WALLEL. 114'-0"1' - 0"6"8"1' - 0"T.O. WALLEL. 109'-6"1' - 4 7/8"BOTTOMSTEPE8' - 4" 11' - 7 1/4"5' - 9"10' - 6 3/4"HSS6X6X1/4(C)TOPSTEPHSS5X5X1/4(B)HSS6X6X1/4(C)3' - 0"4' - 1 3/4"8' - 8 7/8"3"B1' - 4"(TYP.)1' - 4"T.O. WALLEL. 100'-8"4' - 4 3/8"40' - 2 1/4"6' - 9"9' - 2"HSS6X6X3/8(C)T.O. WALLEL. 100'-3"TOPSTEPT.O. FOOTINGEL. 97'-0" (TYP.)HSS6X6X1/2(C)HSS5X5X3/8(B)T.O. FOOTINGEL. 96'-0"HSS5X5X3/8(D)HSS5X5X5/16(E)HSS5X5X5/16(E)HSS5X5X5/16(D)T.O. WALLEL. 100'-0" (TYP.)T.O. FOOTINGEL. 97'-0" (TYP.)HSS6X6X1/2(C)CCCCCC(TYP.)1' - 4"(TYP. U.N.O.)2' - 4"HSS6X6X5/16(C)CDDDHSS6X6X1/2(C)DDDT.O. INT. FOOTINGEL. 99'-2"(TYP. U.N.O.)HSS6X6X3/8(C)HSS6X6X1/2(C)HSS6X6X3/8(C)20' - 8"67' - 2 3/4"24' - 8" 16' - 3 1/4"(TYP.)1' - 4"8 3/8" 7 5/8"6S3003 5/8"HSS6X6X3/8(C)8S300TYP.9S300HSS6X6X3/8(C)HSS6X6X5/16(C)HSS6X6X3/8(C)HSS6X6X3/8(C)HSS6X6X3/8(C)P-3T.O. PILASTEREL. 99'-4" (TYP.)P-1P-1P-1P-1P-1P-1T.O. PILASTEREL. 99'-4" (TYP.)BB9' - 1 1/8"TRENCHDRAINRE: ARCH.(TYP.)P-4NOTE:SEE SHEET S105FOR RETAININGWALL DETAILS3' - 8 3/4"2' - 0 1/4"NOTE:DEPRESS SLABFOR MATSEE ARCH.CONTROLJOINT(TYP.)(TYP.)12'-0" MAX15' - 0" 18' - 0" 20' - 6 3/8"BHSS6X6X3/8(C)BDEPRESS STEMWALL ANDDROP TOP REINF.8" MAX. @ DOOR OPENINGS(TYP.)D4' - 4 3/8" 10' - 7 5/8"6"6"CONCRETE TIE BEAM1'-0" WIDE x 1'-0" DEEP(T.O. TIE BEAM = 99'-4")HSS10X3X5/16(F)HSS10X3X5/16(F)HSS5X5X3/8(C)5 1/2" 2 1/8"2 1/8" 5 1/2"S100ATYP.6 3/8"P-51' - 1"P-6P-6P-6P-6P-7P-5F.D.SEE MECH.18"ØSUMP PITAAHHJJ510"3"66004.9210S30077F.1P-810"3"3"P-93"4"2' - 0 1/8"11S300P-2P-218' - 8"1' - 4"1S2012S2011' - 0"22DRAWN BY:CHECKED BY:SHEET NO:PROJECT NO:DATE:CHAMBERLIN ARCHITECTS437 Main St.Grand Junction, Colorado 81501T 970.242.6804725 Saint Joseph St., Suite B1Rapid City, South Dakota 57701T 605.355.6804www.chamberlinarchitects.comE N H A N C I N G E V E R Y D A Y L I V I N G T H R O U G H D E S I G NC 2016 CHAMBERLIN ARCHITECTS802 Rood AvenueGrand Junction, CO 81501PHONE: 970-241-0900FAX: 970-243-2430www.lindauerdunn.comC:\Users\JeffGrna\Documents\17.085-PCAF-S17_JeffGrna.rvt8/22/2018 9:01:58 AMS10207/16/1817.085CASTLE CREEK ROADASPEN, COLORADOFOUNDATION PLANPROJECT STATUS: 100% CDJDGFNRASPEN AMBULANCEDISTRICT FACILITY1. TOP OF SLAB ELEVATION = 100'-0" (TYP. U.N.O.).2. REINFORCE 4" CONCRETE SLABS ON GRADE W/ #3 @ 12 EA. WAY. PLACE REINFORCEMENT IN TOP HALF OF SLAB ON CHAIRS. DO NOT LOCATE REINFORCEMENT BY LIFTING DURING CONCRETE PLACEMENT.3. REINFORCE 6" CONCRETE SLAB W/ #4 @ 10 EACH WAY, TOP AND BOTTOM. OMIT CONTROL JOINTS AT 8" SLAB.4. VERIFY DOOR OPENING LOCATIONS AND ROUGH OPENING DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION.5. PROVIDE (2) #5x TOP AT DOOR DEPRESSIONS. PROVIDE #4x DOWELS @ 16 INTO INTERIOR SLABS.NORTH2'-0" 2'-0"2'-0"2'-0" 3/16" = 1'-0"FOUNDATION PLANNO: ISSUED FOR: DATE:2 Revision 05/29/18